塔式起重机附墙架施工方案

xx塔式起专项施工方案精选一四年三

月十日目

录目1、任主体1、工程项概1、程项设备设概况二、况2置2况三、纽时代场东西区书3、区楼书3、区楼书163、西区楼书3、西区楼书3．、塔附柱件图41施424、附着安装4、附着安装术424、附着安装全42五、东西区、SC200施工电梯备布图：43精选、工程项目概1、责任2981、工程项目概况50精选,13、工程项目设备布设概5二、QTZ63塔吊布置性能概21塔吊上由62#2#十4和122(1-17300)与（轴精选(1-17)2#2-D(2-22)(2-D(1-83000)2-C(2-12)SC200/200、、300)1-F400M21500670M1500)670M5(1/17)32-D350M

1QTZ631QTZ631QTZ631QTZ6311

精选1

32-121

350M22、QTZ63塔性能概况50m6T最大量距789KN张浮山180直安物减大装一附距面二附着装置离第一附装置第三附装置第附装置着点四附着装距第三着点第五着装第附装附点六附着装置第五附着点附着高许场做士1调安位装前应吊土强算基附对载况基载G力精选WM

MK固定方吊钩最吊臂铰（吨）W吨）M吨.（吨.式

固定式

大高度点高度（米）（米）4041.5

米）米）本稳091.893--定性动态稳1.918127.56329定性突然卸1.918108.678--暴风侵6.866193.0860袭。建着着点强确着。

F1(t)F2(t)F3(t)F4(t)精选9.212.83.51.87.110.15.23.412、等和销及顶衡臂最前8.臂衡和成140精选1步记度180米时步记标1（附1：是由三个撑杆建角通整筑。2在物线垂。塔附架塔中与筑物离为3若与此加杆筑式际而。5.附架用包然用8根ø销轴接起来提升到着点的位置。调整螺栓使得顶能顶紧身。应用经纬检查塔轴心的直度，其直度在高上不过1/1000精选5-36、纽约时代场东、西塔机附计3、东区楼机附计算、算依据12GB50017-20033.1.2、塔机着杆参数QTZ63(FS5510)

115

B(m)1.7l(m)

57

l2(m)

12.561.5

Mk

485

M

ⅠΦ×102.23.1.3、风载及附参数精选2222N61234ω(kN/m)α0

0.20.35

1b1(m)2b2(m)3b3(m)4b4(m)ω'(kN/m)

5.12.92.95.10.45N

h

h

μz

s

s'

z

z'

qsk

sk'123456

1.951.6340.3810.8832.614.81.2311.951.951.6460.4351.01647.414.81.3121.951.951.6440.4641.08162.214.81.4271.951.951.6430.5041.1757714.81.5251.951.951.5761.6430.5351.25691.814.81.6111.951.951.6380.5641.32311523.21.7141.951.951.5671.6330.5981.403:精选kkzzkkzzs0k2k2kk23.1.4、工作态下附墙杆内力计算1、在平衡臂、起重臂高度处的风荷标准qqβμμωα2、扭矩组合标准值T

kTl2-1/2ql2

2-1/2×0.44×

2=680.074kN·m组取0.9精选kk1k2Ekwkk1k2EkwET=0.9(T+)=0.9×(290+680.074)=873.067kN·m3、着支座力计算7。4、墙杆内计算T（生墙杆担）,水平N=2R=101.567kN。精选精选11223344111222333444411111p1111121211223344111222333444411111p111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wααααββββ=1δ×X+Δ=0XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×精选k111111121223133441p1p111p1k111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k12341234k12341234c/2-T=0δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2α

2α)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=+=×X+TT×X+T=X0T=0kNT0TT=0kN3.1.5非工作状态下墙杆内力算1、附着支座反力计算精选EwE12341234EwE123412342、附墙杆内力计算=R0TTTT3.1.6、附墙强度验算精选)2101112)210111202223033340444

2

5340.708i(mm)1、件心受拉强度验算

[f](N/mm)

σ=N/A=332297/5340.708=62.22N/mm22、杆件心受压强验算λ=L22)2/60.208=95.079λ]=150=0.587λ=L22)=0.782λ=L22)=0.782λ=L22)=0.587

0.50.50.5

22)22)22)/60.208=95.079≤[λ]=150精选1111223344σ/(φ

2≤σ/(φ≤2σ/(φ≤2σ/(φ2≤32、区2#楼TZ63塔机附着计算书3.2.1计算依据：1、《塔重凝础程技规2、《钢设范》3.2.2、塔机着杆参塔机号QTZ63(FS5510)张家浮建机

塔身架构型精选

方钢管2222122

B(m)1.7l

1(m)

57

l

2(m)

12.561.5

Mk

485

M

Ⅰ2.23.2.3、风载及附参数N61234ω(kN/m)α0

0.20.35

1b1(m)2b2(m)3b3(m)4b4(m)ω'(kN/m)

7.85.64.56.70.45N

h

h

μz

s

s'

z

z'

qsk

sk'1

1.951.6330.3750.869精选23456

37.314.81.231.951.951.5881.6450.4351.01452.114.81.3621.951.951.6450.4821.12366.914.81.4691.951.951.581.6420.5171.20981.714.81.5621.951.951.640.5481.28496.514.81.6131.951.951.6370.5641.32312225.51.7431.951.951.5651.6310.6081.425:塔机立面3.2.4工作状态下墙杆内力计算精选kkzzskkzzs0k2k2kk2kk1k21、在平衡臂、起重臂高度处的风荷载标准值qqβμμωα2、扭矩组合标准值T

kTl2-1/2ql22=690.894kN·m

-1/2×0.447×组取0.9T+T)=0.9×(290+690.894)=882.805kN·m3、着支座力计算图图精选EkwEEkwE=76.303kN7。4、附墙杆内力计算T（生墙杆担）,水平N=2R=107.909kN。图着意图精选11223344111222331122334411122233344441ααααββββ=1精选1111p11111212231333344441111111p111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wk111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k1234δ×X+Δ=0XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×c/2-T=0δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2αα)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=T+=×X+TT×X=X0T=0kNT精选1234k12341234E1234k12341234E0T=0kNT3.2.5、非工状态下附墙杆内力计算。1、附着支座反力计算简剪得精选wE123412342)10wE123412342)10111202222、附墙杆内力计算=R。0TTTT3.2.6、附墙杆度验i(mm)

)[f](N/mm

2

5969.0261、件心受拉强度验算22、杆件轴心受压强度验算λ=L22)=0.351

0.5

22)λ=L22)2≤[λ]=150=0.479精选30333033340444112233λ=L22)φ=0.659

0.5

22)/67.268=84.385≤[λ]=150λ=L22)2≤[λ]=150=0.481σ/(φ2≤2σ/(φ2≤2σ/(φ≤2精选444σ/(φ2≤233、区楼吊、计算依据：1、2、3.3.2、塔机附着参数QTZ63(FS5510)

115

B(m)1.7l(m)

57

l2(m)

12.561.5

Mk

485

M

Ⅰ2.23.3.3、风载及附参数N612

1b2b

(m)(m)

7.85.6精选222234ω(kN/m)α0

0.20.35

3b3(m)4b4(m)ω'(kN/m)

5.67.80.45N

h

h

μz

s

s'

z

z'

qsk

sk'123456

1.951.6340.3810.8832.614.81.2311.951.951.6460.4351.01647.414.81.3121.951.951.6440.4641.08162.214.81.4271.951.951.6430.5041.1757714.81.5251.951.951.5761.6430.5351.25691.814.81.6111.951.951.6380.5641.32311523.21.7141.951.951.5671.6330.5981.403:精选kkzzkkzzs0k2k2kk23.3.4、工作态下附墙杆内力计算1、在平衡臂、起重臂高度处的风荷标准qqβμμωα2、扭矩组合标准值T

kTl2-1/2ql2

2-1/2×0.44×

2=680.074kN·m组取0.9精选kk1k2Ekwkk1k2EkwET=0.9(T+)=0.9×(290+680.074)=873.067kN·m3、着支座力计算7。4、墙杆内计算T（生墙杆担）,水平N=2R=101.567kN。精选平面图精选11223344111222333444411111p1111121211223344111222333444411111p111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wkααααββββ=1δ×X+Δ=0XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×c/2-T=0精选111111121223133441p1p111p1111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k12341234k12341234δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2α

2α)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=+=×X+TT×X+T=X0TT=0kN0T=0kNT3.3.5非工作状态下墙杆内力算1、附着支座反力计算精选EwE123412342EwE1234123422、附墙杆内力计算=R0TT3.3.6、附墙强度验算

)精选

5969.026)101112)1011120222303334044411i(mm)

[f](N/mm

2

1、件心受拉强度验算22、杆件轴心受压强度验算λ=L220.5φ=0.351

22)/67.268=138.54λ=L22)=0.478λ=L22)=0.478λ=L22)φ=0.351

0.50.50.5

22)22)22)/67.268=138.54≤[λ]=150σ/(φ2≤2精选2223344σ/(φ2≤2σ/(φ2≤[f]=215N/mm2σ/(φ2≤234、区楼机附计算341、计算据：1、2、3.4.2、塔机着杆参数

122

B(m)1.7l

1(m)

57

l

2(m)

12.561.5

(kN·m)

精选2222Mk

485

M

Ⅰ2.23.4.3、风载及附参数N61

4

1b

1(m)

6.8234ω(kN/m)α0

4440.20.35

2b2(m)3b3(m)4b4(m)ω'(kN/m)

4.64.66.80.45N

h

h

μz

s

s'

z

z'

qsk

sk'1234

1.951.6330.3750.86937.314.81.231.951.951.5881.6450.4351.01452.114.81.3621.951.951.6450.4821.12366.914.81.4691.951.951.581.6420.5171.209精选kkzkkzzs056

81.714.81.5621.951.951.640.5481.28496.514.81.6131.951.951.6370.5641.32312225.51.7431.951.951.5651.6310.6081.425:3.4.4工作状态下墙杆内力计算1、在平衡臂、起重臂度处的风荷标准值qqβμμωα2、扭矩组合标准值T

k精选k2k2kk2k2kk2kk1k2ETl2-1/2ql2

-1/2×0.447×

2=690.894kN·mT+T)=0.9×(290+690.894)=882.805kN·m3、着支座力计算74、墙杆内计算精选kwEkwETN=2R。计算图：着示图精选1122334411122233311223344111222333444411111pααααββββ=1。δ×X+Δ=0精选11111212231333344441114421231111112122313333444411144212313134wk1p11112p22223p3333k1p13p3wk2p23p33p3wk111111121223133441p1p111p11212p22313p33X=-Δ/δ11111p22112p3113p41k12341234XT×sin(α-β)×(bβ+T×sin(α-ββ-T×sin(αββ-1×sin(α-β=0T×cosα×c-T×sinα×c-1×cos×c-1×sinT×cosαα×cosα×c+1×sinα、Tθ0360°T×sin(αβ)×(bβ×sin(α-β×sin(αββ=0T×cos×c-Tα×c+Nθ×c/2-N×cos=0T×cos×c+Tα×cosαθ×c/2-N×cosθ×c/2-T=0δ=Σ(T2

2/cosα)/(EA)+T

2/cosα)/(EA)+T

2α

2α)/(EA)Δ=×T×Tα×T)/(EA)+Tα11p11T=+=×X+TT×X+T=X0T=0kNT精选k12341234Ek12341234E0T=0kNT3.4.5非工作状态下墙杆内力算1、附着支座反力计算简剪得=160.21kN2、附墙杆内力计算精选wE123412342210wE12341234221011120222=R。0TTTT3.4.6、附墙杆度验i(mm)1、件心受拉强度验算

)[f](N/mm)

5340.70822、杆件轴心受压强度验算λ=L22)

0.5

22)/60.208=131.033λ=L22)

0.5

22)/60.208=101.247精选30333303334044411223344λ=L22)

0.5

22)/60.208=101.247φλ=L22)

0.5

22)/60.208=131.033φ压σ/(φ2≤2σ/(φ2≤2σ/(φ

2≤